Is 802 (Part-i, Sec-2) Use of Structural Steel in Overhead t

7/29/2019 Is 802 (Part-i, Sec-2) Use of Structural Steel in Overhead t

1/14

I S 802 (P a r t 1 /S e c 2) : 1992

(Reaff i rmed 1998)

E d i t io n 4 .1

(1998-01)

Ind ian S tandard

USE OF STRUCTURAL STEE L IN OVERHE ADTRANSMISSION LINE TOWERS CODE

OF PRACTICE

P A R T 1 M AT E R I AL , L O AD S AN D P E R M I S SI B L E ST R E S S E S

S ec tio n 2 P e r m i ss ib le S t r es se s

( Third Revision )

(Incorporating Amendment No. 1)

UDC 621.315.668.2

BI S 2002

B U R E A U O F I N D I A N S T A N D A R D S

MANAKBHAVAN , 9BAHADUR SHAH ZAFAR MARG

N E WDELHI110002

P r i ce G r ou p 6


2/14

Stru ctur al Engineering Sectional Committ ee, CED 7

FOREWORD

This Indian St anda rd (Third Revision) was adopted by the Bur eau of Indian Stan dards, after th edra ft finalized by th e Stru ctu ra l Engineerin g Sectional Comm ittee h ad been app roved by the CivilEngineering Division Council.

This sta nda rd h as been prepa red with a view to esta blish uniform pra ctices for design, fabr icat ion,testing and inspection of overhead transmission line towers. Part 1 of the standard coversrequirements in regard to material, types of towers, loading and permissible stresses apart fromother relevant design provisions. Provisions for fabrication, galvanizing, inspection and packinghave been covered in Part 2 whereas provisions for testing of these towers have been covered inPart 3 of the s tandard.

This standard (Part 1) was first published in 1967 and subsequently revised in 1973 and 1977. Inthis revision, the code has been split in two sections namely Section 1 Materials and loads, and

Section 2 P erm issible str esses. Other ma jor modificat ions effected in t his r evision (Section 2) areas under:

a) Permissible stresses in stru ctur al members ha ve been given in ter ms of the yield str ength ofth e mat erial. With t he inclusion of bolts of property class 5.6 of IS 12427 : 1988, perm issiblestr esses for th ese bolts h ave also been in cluded.

b) Critical str ess in compr ession Fcr has been modified for width/thickness ratio of the anglesexceeding the limiting value for calculat ing th e allowable un it compr essive stresses.

c) Effective slendern ess rat ios ( KL/r) for redundant members have been included andprovisions further elaborated.

d) Exam ples for the determ inat ion of slendern ess rat ios have been extend ed to include K andX bra cings with a nd with out seconda ry mem bers.

Designs provisions or other items not covered in this standard shall generally be in accordance

with IS 800 : 1984 Code of practice for genera l constru ction in st eel ( second revision ).While preparing this standard, practices prevailing in the country in this field have been kept inview. Assista nce ha s a lso been derived from th e Guide for design of steel tra nsm ission line towers(second edition) ASCE Man ua l No. 52, issued by Amer ican Society of Civil En gineer s (ASCE )New York , 1988.

This edition 4.1 incorpora tes Amendmen t No. 1 (J an ua ry 1998). Side bar indicates modificat ion ofthe text as the r esult of incorporation of the am endments.

For the purpose of deciding whether a particular requirement of this Code is complied with, thefinal value, observed or calculated, expressing the result of a test, shall be rounded off inaccordance with IS 2 : 1960 Rules for rounding off nu mer ical values ( revised). The number ofsignificant places retained in the rounded off value should be the same as that of the specifiedvalue in this standar d.


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IS 802 (P a r t 1 /Sec 2) : 1992

1

Ind ian S tandard

USE OF STRUCTURAL STEE L IN OVERHE AD

TRANSMISSION LINE TOWERS CODEOF PRACTICE

P A R T 1 M AT E R I AL , L O AD S AN D P E R M I S SI B L E ST R E S S E S

S ec tio n 2 P e r m i ss ib le S t r es se s

( Third Revision )

1 SCOP E

1.1 This standard (Part 1/Sec 2) stipulates the

permissible stresses and other designparameters to be adopted in the design ofself-supporting st eel latt ice t owers for overh eadtra nsmission lines.

1.1.1 Materials, type of towers, loading andbroken wire conditions ar e covered in Section 1of this standar d.

1.1.2 Provisions on fabrication and testing oftransmission line towers have been covered inPar t 2 an d Par t 3 r espectively of the stan dard.

NOTE While formulating the provisions of thiss tandard i t has been assumed that the s t ructural

conn ections ar e thr ough bolts.

1.2 This standard does not cover guyed towers.These will be covered in a separ at e stan dar d.

2 R E F E R E N C E S

The Indian Standards listed in Annex A arenecessary adjuncts to this stan dard.

3 STATUTORY RE QUIRE MENTS

3.1 Statutory requirement as laid down in theIn dia n Elect ricit y R ules , 1956 or by any otherstatutory body applicable to such structures as

covered in this st an dar d sha ll be satisfied.3.2 Compliance with this code does not relieveany one from the responsibility of observinglocal and state byelaws, fire and safety lawsand other civil aviation requirementsapplicable to such str uctur es.

4 CONDUCT OR T E NSION

4.1 The conductor tension at everydaytemperatu re an d without externa l load should not

exceed the following percentage of the ultimatestr ength of th e condu ctor:

provided that the ultimate tension undereveryday temperature and full wind orminimum temperature and two-thirds windpressu re does not exceed 70 percent of th eultimate tensile strength of the cable.

5 P E RMISSIBL E ST RE SSE S

5.1 Axia l St r esses in Ten s ion

The estimated tensile stresses on the net

effective sectional areas ( see 9 ) in variousmembers, shall not exceed minimumguaranteed yield stress of the material.However in case t he an gle section is conn ectedby one leg only, the est imat ed ten sile stress onth e net effective sectiona l ar ea sh all not exceedFy, where Fy, is the m inimum guar ant eed yieldstress of the m aterial.

5 .2 Axia l S t r e s se s in Comp re s s ion

5.2.1 The estimated compressive stresses invarious members shall not exceed the valuesgiven by th e form ulae in 5.2.2.

5.2.2 The allowable unit stress Fa , in MPa onthe gross cross sectional area of the axiallyloaded compr ession m embers sh all be:

In it ia l u nloa ded t en sion 35 per cen t

Fina l u nloaded tension 25 per cent

a)

and,

b)


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IS 802 (P a r t 1 /Sec 2) : 1992

2

where

5.2.2.1 The formulae given in 5.2.2 areapplicable provided th e largest width th icknessratio b/t is not more than the limiting value

given by:

( b/t)lim = 210/

where

5.2.2.2 Where th e width th ickness r at io exceedsthe limits given in 5.2.2.1, the formulae givenin 5.2.2 shall be used substituting for Fy thevalue Fcr given by:

a)

and

b)

NOTE The maximum permissible value ofb/t for anytype of steel shall not exceed 25.

5.3 The redundant members shall be checkedindividually for 2.5 percent of axial load car riedby the member t o which it supp ort s.

5.4 Stre sses in Bol ts

Ultimate stresses in bolts conforming toproperty class 4.6 of IS 6639 : 1972 and toproperty class 5.6 of IS 12427 : 1988 shall notexceed the valu e given in Table 1. For boltsconforming to IS 3757 : 1985, permissiblestr esses and other provisions governin g the useof high strength bolts reference shall be madeto IS 4000 : 1992.

5.4.1 Where the material of bolt and thestructural member are of different grades, thebearing strength of the joint shall be governed

by th e lower of the t wo.

6 SL E NDE RNE SS RATIOS

6.1 The slenderness ratios of compression andredundant members shall be determined asfollows:

Ce =

Fy = min imum gua ran teed yie ld st res s of the ma terial, MPa

E = modulus, of elasticity of steel th at is2 105 MPa,

KL/r = largest effective slender ness ra tio ofany unbraced segment of themember,

L = un bra ced length of th e compressionmember ( see6.1.1 ) in cm, an d

r = appropriate radius of gyrat ion incm.

b = distance from edge of fillet to theextr eme fibre in mm, an d

t = thickness of flange in mm.

2 E/Fy

Fy

T a b le 1 U lt i m a t e St r e s se s in B o lt s , MP a

( Clause 5.4 )

Na tu r e of S t re ss P er m iss ib le

S t r es s for Bol t s

o f P r o p e r t yClas s

R e m a r k s

4.6 5.6

(1) (2) (3) (4)

Shear

Shear st ress on grossarea of bolts

218 310 For gross a rea of bolts ( see 10.4 ).

For bolts in doubleshear the area tobe assumed shallbe twice the area

defined

Bear in g

Bearing stress on

gross diameter ofbolts

436 620 For the bolt area in

bearing ( see10.5 )

Tension

Axia l t ensile st ress 194 250

T ype of Mem bers Value of KL/r

a ) Compression Members

i) Leg sections or jointmembers bolted in bothfaces at connections for0


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IS 802 (P a r t 1 /Sec 2) : 1992

3

NOTE The values of KL/r corresponding to (a) (vi)and (a) (vii), th e following evalua tion is su ggested:

1 The restrained member must be connected to the

restraining member with at least two bolts.

2 The restraining member must h ave a stiffness factorI/L in the stress plane (I= Moment of inertia and L =Length ) that equals or exceeds the sum of the

stiffness factors in the stress plane of the restrainedmembers tha t ar e connected to it .

3 Angle member s connected by one leg should have theholes located as close to the outstanding leg asfeasible. Normal framing eccentricities at load

transfer connection imply that connection holes arelocated between the heel of the angle end thecentreline of the fram ing leg.

6.1.1 In calculating the slenderness ratio of themembers, the length L should be the distance

between the intersections of the centre ofgravity lines at each end of th e member.

6.2 Examples showing the application of theprocedure given in 6.1 and 6.1.1 and method ofdetermining the slenderness ratio of legs andbracings with or without secondary membersar e given in Annex B.

NOTE Where test and/or analysis demonstrate thatany other type of bracing pattern if found technicallysuitable, the same can be a dopted.

6.3 The limiting values KL/rsha ll be as follows:

6.4 Slenderness ra tioL/r of a member carryingaxial t ension only, shall not exceed 400.

7 MINIMUM THICKNE SS

7.1 Minimum thickness of galvanized andpaint ed tower mem bers sh all be as follows:

7.2 Gusset plat es shall be designed to resist th eshear, direct and flexural stresses acting on theweakest or critical section. Re-entrant cutsshall be avoided as far as practical. Minimumthickness of gusset shall be 2 mm m ore th anlatt ice it conn ects only in case when t he lat ticeis directly connected on the gusset outside theleg member. In no case the gusset shall be lessthan 5 mm in th ickness .

8 NET SECTIONAL ARE A FOR T ENSIONME MBE R

8.1 The net sectional area shall be the leastar ea which is to be obtain ed by deducting fromthe gross sectional area, the area of all holescut by any straight, diagonal or zigzag lineacross the member. In determining the total

area of the holes to be deducted from grosssectional area, the full area of the first holesha ll be counted, plus a fra ction pa rt X, of eachsucceeding hole cut by the line of holes underconsideration. The value of X shall bedetermined from the formu la:

X.= 1

where

For h oles in opposite legs of angles, th e value ofg should be the sum of the gauges from theback of the angle less the thickness of theangle.

vi) Member partiallyrestrained againstrotation at one end ofthe unsupported panelfor 120 < L/r< 225

28.6 + 0.762 L/r

vii) Member partiallyrestrained againstrotation at both ends ofthe unsupported panelfor 120 < L/r< 250

46.2 + 0.615 L/r

b)R edundant Mem bers

i) F or 0


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IS 802 (P a r t 1 /Sec 2) : 1992

4

9 NE T E F FE CT IVE ARE A FOR ANGL ESE CT ION IN T E NSION

9.1 In the case of single angle connectedth rough one leg, th e net effective section of th eangle shall be taken as:

A1 +A2k

where

where lug angles are used, the effectivesectional ar ea of the whole of the a ngle membersha ll be considered.

9.2 In th e case of pair of angles back to back intension connected by one leg of each angle tothe same side of gusset, the net effective areashall be taken as:

A1 +A2k

where

A1 and A2 ar e as defined in 9.1 , and

k =

9.3 The an gles conn ected together back-to-back

(in contact) or separated back-to-back by adistance not exceeding the aggregate thicknessof the connected parts shall be provided withstich bolt at a a pitch not exceeding 1 000 mm.The slenderness ratio of individual componentbetween adjacent stich bolts shall not be moretha n th at of the two members together.

9.4 Where the angles are back to back but notconnected as per 9.3, each angle shall bedesigned as a single angle connected throughone leg only in a ccorda nce with 9.1 .

9.5 When two tees are placed back to back butare not connected as per 9.3 , each tee shall be

designed a s a sin gle tee connected t o one side ofa gu sset only in a ccordan ce with 9.2 .

NOTE The area of the leg of an angle shall be takenas th e product of the thickness and th e length from th eouter corner minus half the thickness, and the area ofthe leg of a tee as the product of the thickness and the

depth minu s the t hickness of the ta ble.

10 BOLTING

10.1 Min im um Diame te r o f Bo l t s

The diameter of bolts shall not be less than12 m m

10.2 P re fe r r ed S izes o f Bo l t s

Bolts used for erection of transmission linetowers shall be of diameter 12, 16 and 20 mm.

10.3 The length of bolts shall be such that thethreaded portion does not lie in the plane ofcontact of members. The projected portion of

the bolt beyond the nut shall be between 3 to8 mm.

10.4 Gr oss Area of Bol t

For the purpose of calculating the shear stress,the gross area of bolts shall be taken as thenominal ar ea of th e bolt.

10.5 The bolt area for bearing shall be taken asd t where d is the nominal diameter of thebolt, and t the thickness of the thinner of thepart s jointed.

10.6 The net area of a bolt in tension shall betaken a s the area at the root of the th read.

10.7 Holes for Bol t ing

The diameter of the hole drilled/punched shallnot be more than the nominal diameter of thebolt plus 1.5 mm.

11 FR AMING

11.1 The angle between any two memberscommon to a joint of a trussed frame shallpreferably be greater than 20 and never lessthan 15 due to uncertainty of stressdistribution between two closely spacedmembers.

ANNE X A

( Clause 2 )

L IST OF R E F E RR E D INDIAN ST ANDARDS

A1 = effective sectional ar ea of th econn ected leg.

A2 = th e gross cross-sectional ar ea of th eun conn ected leg, and

k =3A 1

3A 1 A 2+( )-----------------------------

5A 1

5A 1 A 2+------------------------

IS N o. T it le

800 : 1984 Cod e of pr a ct ice for use of structural steel in generalbuilding const ru ction ( revised)

3757 : 1985 H igh s tr en gt h st r uct u ra l bolt s( second revision )

IS N o. T it le

4000 : 1992 Cod e of p ra ct ice for h ighstrength bolts in steels tructures

6639 : 1972 H exa gon a l bolt for st eels tructures

12427 : 1988 T ransmis sion tower bolt s


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IS 802 (P a r t 1 /Sec 2) : 1992

5

ANNE X B

( Clause 6.2 )

E XAMPL E S OF DE T E R MINAT ION OF SL E NDE RNE SS RAT IOS

B-0 Example of determining the effective length of compression members of towers based on thepr ovision given in 6.1 are given below.

B-1 LEG MEMBER USIN G SYMMETRICAL BRACING

B-2 LEG MEMBER US ING STAGGERED BR ACING

Meth od of Loadin g/R igid it y of J oin ts

Slenderness Ratio

Concentric loading from 0 t o 120

No restraint at ends from 120 to 200

Meth od of Load in g/R igid it y of J oin ts

S lend erness Rat io

Concentric loading or 0.67 from 0

t o 1 20

No restra int at ends or 0.67 from 120

to 200

L

rvv--------

KL

r--------

L

rvv--------=

L

rvv--------

KL

r--------

L

rvv--------=

L

rxx-------- or

L

ryy--------

L

rvv--------

KL

r--------L

r----=

L

rxx-------- or

L

ryy--------

L

rvv--------

KL

r--------

L

r----=


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IS 802 (P a r t 1 /Sec 2) : 1992

6

B-3 E F FE CT OF E ND CONNE CT IONS ON ME MBE R CAPACIT Y

Method of Loadin g/R igid it y ofJ oin ts

S lend erness Ra tio

Tension system with compressionstrut (eccentricity in criticalaxis)

from 0 to 120

Bracin g R equ irem ents ( SingleAngle M em bers ):

Single bolt connection, no

restraint at ends

from 120 t o 200

Multiple bolt connection partialrestraint at both ends from 120 t o 250

B-4 CONCENTR IC LOADING TWO ANGLE MEMBER

Meth od of Load in g/R igid it yof Joints

S lend erness Ra tio

Tension system strut compressionconcentric loading or from 0 to 120

Bracin g R equ irem ents ( Tw o AngleMem ber ):

Single bolt connection, norestraint at ends

or from 120 to 200

Multiple bolt connection, partialrestraint at ends or from 120 to 250

L

rvv--------

KL

r-------- 60 0 .5

L

r----+=

L

rvv--------

KLr-------- Lr----=

L

rvv--------

KL

r-------- 46.2 0.615

L

r----+=

L

rxx--------

L

ryy--------

KL

r--------

L

r----=

Lrxx-------- L

ryy--------

KL

r--------

L

r----=

L

rxx--------

L

ryy--------

KL

r-------- 46.2 0.615

L

r----+=


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IS 802 (P a r t 1 /Sec 2) : 1992

7

B-5 HORIZONTAL MEMBER OF K-BRACING-TWO ANGLE MEMBE R

Meth od of Load in g/R igid it y

of Joints


Tension-compression systemwith compression strut:

Multiple bolts connectionpartial restraint at endsand intermediate

0.5 from 120 to 250

Bracin g R equ irem ents ( T woAngle M em ber ):

Concentric load at ends,eccentric loading atintermediate in bothdirections

0.5 from 0 to 120

Concentric loading at endsand intermediate 0.5 from 0 to 120

L

ryy-------- or

L

rxx--------

KL

r-------- 46.2 0.615

L

r----+=

Lryy-------- or L

rxx--------

KL

r-------- 30 0 .75

L

r----+=

L

ryy-------- or

L

rxx--------

KL

r--------

L

r----=


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IS 802 (P a r t 1 /Sec 2) : 1992

8

B-6 E FF E CT OF SUBDIVIDE D P ANE L S F OR T HE HORIZ ONT AL ME MBE R AND E NDCONNECTIONS ON MEMBER CAPACITY

Meth od of Load in g/R igid it yof J oints


Tension system withcompression strut:

Eccentricity in critical axis 0.5 from 0 to 120

Bracin g R equ irem ents:

Single bolt connection, norestraint at ends forintermediate

0.5 from 120 to 200

Multiple bolt connection atends. Single bolt connectionat int ermediate point:

Partial restraint at one end,on restraint at intermediate

0.5 from 120 to 225

Partial restraint at both ends from 120 t o 250

Mult iple bolt connection

Partial restraint at ends andintermediate

0.5 from 120 to 250

L

rvv-------- or

L

rxx--------

KL

r-------- 60 0 .50

L

r----+=

L

rvv-------- or

L

rxx--------

KL

r--------

L

r----=

L

rvv--------

KL

r-------- 28.6 0.762

L

r----+=

L

rxx--------

KL

r-------- 46.2 0.615

L

r----+=

L

rvv-------- or

L

rxx--------

KL

r-------- 46.2 0.615

L

r----+=


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IS 802 (P a r t 1 /Sec 2) : 1992

9

B-7 CONCENTR IC LOADING TWO ANGLE MEMBER , SUBDIVIDED PANELS OF AHOR IZONTAL MEMBER

Meth od of Load in g/R igid it y

of Panel


Tension system with

compression strut:

0.5 from 0 to 120Concentric loading

Bracin g R equ irem ents:

Single bolt connection, no

restraint at ends and

intermediate

0.5 from 120 to 200

Multiple bolt connection atends. Single bolt connection

at intermediate joint

Partial restraint at one end,

no restraint at intermediate 0.5 from 120 to 200

Partial restraint at both ends from 120 t o 250

Multiple bolt connection

Partial restraint at ends

and intermediate

0.5 from 120 to 250

L

ryy-------- or

L

rxx--------

KL

r--------

L

r----=

L

ryy-------- or

L

rxx--------

KL

r--------

L

r----=

L

ryy--------

KL

r-------- 28.6 0.762

L

r----+=

L

rxx--------

KL

r-------- 46.2 0.615

L

r----+=

L

ryy-------- or

L

rxx--------

KL

r-------- 46.2 0.615

L

r----+=


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IS 802 (P a r t 1 /Sec 2) : 1992

10

B-8 X-BRACINGS WITH AND WITHOUT SE CONDARY MEMBER S

Slenderness Ratio Critical of:

B-8.1 AB/rvv

B-8.2

a) AC/rvv or CB/rvv or*AB/rxx or *AB/ryy or*AD/rvv

b)AC/rvv or CB/rvv or

*AD/rvv

B-8.3

a)

AD/rvv or *AF/rxx orDC/rvv or *AE/rvv orCB/rvv or

*AB/rxx or *AB/ryy orEF/rvv

b)

AD/rvv or *AF/rxx orDC/rvv or *AE/rvv orCB/rvv or

AC/rxx or *AC/rvy orEF/rvv

c)

AD/rvv or *AF/rxx orDC/rvv orCB/rvv or *AE/rvv or

EF/rvv

B-8.4 AE/rvv or *AF/rxx orED/rvv or *AE/rvv orDC/rvv or CB/rvv

*Application for tension compr ession system only i.e. tensile stresses in one bracing must be at least equ al to 75 percentof th e compressive stress in th e oth er bra cing.

#The corner stay should be designed to provide lateral support adequately.


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IS 802 (P a r t 1 /Sec 2) : 1992

11

B-9 K-BRACINGS WITH AND WITHOUT SECONDARY MEMBERS

Slenderness Ratio Critical of:

B-9.1 AB/rvv

B-9.2

a)

AC/rvv orCB/rvv or

AB/rxx or AB/ryy

b)AC/rvv orCB/rvv

B-9.3

a)

AD/rvv orDC/rvv orCB/rvv or

AB/rxx or AB/ryy

b)

AD/rvv orDC/rvv orCB/rvv or

AC/rxx or AC/ryy

c)AD/rvv orDC/rvv orCB/rvv

B-9.4 AE/rvv orED/rvv orDC/rvv orCB/rvv

#The corner stay should be designed to provide lateral support adequately.


14/14

B u r e a u o f I n d i a n S t a n d a r d s

BIS is a statutory institution established under the Bureau of In dian S ta ndards Act, 1986 to promoteha rmonious development of the activities of standa rdization, mar king a nd quality certification of goods andat tending to connected matt ers in the count ry.

C o p y r i g h t

BIS has the copyright of all its publications. No part of these publications may be reproduced in any formwithout the prior permission in writing of BIS. This does not preclude the free use, in the course ofimplementing the standard, of necessary details, such as symbols and sizes, type or grade designations.Enqu iries relating t o copyright be addr essed to th e Director (Publications), BIS.

R e v ie w o f I n d i a n S t a n d a r d s

Amendments are issued to standards as the need arises on the basis of comments. Standards are alsoreviewed periodically; a st anda rd a long with a mendm ents is rea ffirmed when such review indicates t hat nochanges are needed; if the review indicates that changes are needed, it is taken up for revision. Users ofIndian Standards should ascertain that they are in possession of the latest amendments or edition byreferring to th e lat est issue of BIS Cat alogue and Stan dar ds : Mont hly Additions.

This Indian St an dard h as been developed from Doc : No. CED 7 (4725)

Am e n d m e n t s I s s u e d S in c e P u b l i ca t i o n

Am e n d No. Da t e of I ssu e Te xt Affe c t e d

Amd. No. 1 J anuary 1998

B UR E AU OF I ND IAN S TAN DAR DS

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Telegrams: Manaksansth a(Comm on t o all offices)

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323 76 17323 38 41

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Is 802 (Part-i, Sec-2) Use of Structural Steel in Overhead t

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